The URL can be used to link to this page

Home My WebLink AboutCT 01-01; CALAVERA HILLS VILLAGE 2; INTERIM RPT OF GEOTECH INVESTIGATION; 2002-08-07nWERIM REPORT OF GBOTBCHNICAL INVESTIGATION CALAVERA HEIGEflS VILLAO: L-2 HARWICH DRIVE CARLSBAD. CJ^JFCWajL. EARTHWORK""" PREPARED FOR: Lyon Coromonities, Incorporated 4330 La Jolla Village Drive, Suite 130 San Diego, California 92122 PREPARED BY: Southem Califomia Soil & Ttesting, Inc. Post Office Box 20627 6280 Riverdale Street San Diego, Califomia 92120 0 ? 2002 CJ0\-O\ SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEBO, CALIF. 92120 • TELE 2BD-4321 • P.O. BOX 20627 SAN DIEGQ, CALIF. 92120 6-7B ENTERPBISE ST. ESCONDIDO. CALIF. 92GZ5 • TELE -Tde-Asaa May 4, 1990 Lyon Conmunities, Incorporated 4330 La Jolla Village Drive Suite 130 San Diego, Califomia 92122 SCS&T 9021054 Report No. 1 AITENTION: Mr. George Haviar SUBJECT: Interim Report of Geotechnical Investigation, Calavera Heights Village L-2, Harwich Drive, Carlsbad, Califomia. Gentlenen: In accordance with your request, we have completed an interim geotechinical investigation for the subject project. We are presenting herewith our findings and reconmendations. In general, we found the site suitable for the proposed development provided the reconmendations presented in the attached report are followed. If you have any questions after reviewing the contents contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Resped^tfuilf'teu] SOUTHEVN CJf^JFO] Daniel B. AdlerT R-C.E. #36037 STING, INC DBA: JRH:KAR:mw cc: (2) Submitted (4) Hunsaker and Associates (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTING. INC. TAHLE OF COMTENTS PAffi Introduction and Project Description 1 Project Scope 2 Findings 3 Site Description 3 General Geology and Subsurface Conditions 3 Geologic Setting and Soil Description 3 1) Basement Conplex-Jurassic tfetavolcanics and Cretaceous Granitics (Jmv/Kgr) 4 2) Younger Quatemary (Holocene) Alluvium (Qyal) 5 3) Topsoils and Subsoils 5 4) Artificial Fill (Qaf) 5 Tectonic Setting 6 Geologic Hazards 7 Groundshaking 7 Seismic Survey and Rippability Characteristics 8 General 8 Rippability Characteristic of Granodioritic Rock 15 Rippable Condition (0-4,500 Ft./Sec.) 15 Marginally Rippable Condition (4,500 Ft./Sec.-5,500 Ft./Sec) 15 Nonrippable Condition (5,500 Ft./Sec. & Greater) 16 Rippability Characteristics of Rfetavolcanics and Associated Hypabyssal Rocks and Tonalitic Rocks 16 Rippable Condition (0-4,500 Ft./Sec.) 15 Marginally Rippable Condition (4,500-5,500 Ft.^'Sec.) 17 Nonrippable Condition (5,500 Ft.Sec. & Greater) 17 Seismic Traverse Limitations 17 Groundwater ig Conclusions and Reconmendations 19 General 19 Grading 19 Site Preparation 19 Select Grading 20 Cut/Fill Transition 20 Inported Fill 20 Rippability 20 Oversized Rock 21 Slope Construction 21 Surface Drainage 21 Subdrains 21 Earthvrork 21 Slope Stability 22 Foundations 22 General 22 Reinforcement 23 Interior Concrete Slabs-on-Grade 23 Exterior Concrete Slabs-on-Grade 23 Special Lots 24 Expansive Characteristics 24 Settlement Characteristics 24 Earth Retaining Walls 24 Passive Pressure 24 Active Pressure 25 Backfill 25 Factor of Safety 25 Limitations 25 TAHLE OF COOTENTS (continued) PAGE Review, Observation and Testing 25 Uniformity of Conditions 26 Change in Scope 26 Time Limitations 26 Professional Standard 27 Client's Responsibility 27 Field Explorations 28 Laboratory Testing 28 ATTACHMEMTS TABLES Table I Table II Table III FIGURE Generalized Engineering Characteristics of Geologic Units, Page 6 The Maximum Bedrock Accelerations, Page 7 Seismic Traverse Sunmary, Pages 8 through 14 Figure 1 Site Vicinity Map, Follows Page 1 PLATES Plates 1 Plot Plan Plate 2 Unified Soil Classification Chart Plates 3-6 Trench Logs from 9-6-88 Plates 7-12 Plates From Referenced Report Plate 13 Grain Size Distribution Plate 14 Conpaction Test Results Expansion Test Results Plate 15 Direct Shear Sunmary Plate 16 Oversize Rock Disposal Plate 17 Canyon Subdrain Detail Plate 18 Slope Stability Calculations Piate 19 Weakened Plane Joint Detail Plate 20 Retaining Wall Subdrain Detail Plates 21-30 Seismic Line Traverses Plates 31-33 Catepillar Rippability Charts APPENDIX Recommended Grading Specification and Special Provisions SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 62BD RIVEROALE ST. SAN DIEGD, CALIF. 92120 • TELE2B0-4321 • P.O. BOX 20627 SAN DIEGD, CALIF. 92 1 20 678 ENTERPBISE ST. ESCONDIDO. CALIF. 92025 • TELE INTERIM REPORT QF CTCTBCHNICAL INVESTIGATION CALAVERA HEIOTTS VILLAGE L-2 HARWICH DRIVE CARLSBAD, CALIFORNIA INTRCOUCnON AND PROJECT DESCRIPTION This report presents the results of our interim report of geotechnical investigation for Calavera Heights Subdivision, Village L-2, Harwich Drive located in the City of Carlsbad, California. The site location is illustrated on the following Figure Number 1. It is our understanding that the site will be developed to receive a residential subdivision with associated paved streets. It is anticipated that the structures will be one and/or tvro stories high and of vrood frame construction. Shallow foundations and conventional slab-on-grade floor systems are proposed. Grading will consist of cuts and fills up to approximately 40 feet and 53 feet deep, respectively. Fill slopes up to approximately 32 feet and cut slopes up to approximately 30 feet high are also anticipated. To assist with the preparation of this report, we v^re provided with a grading plan prepared by Hunsaker and Associates dated January 30, 1990. In addition we reviewed our "Supplemental Soil Investigation, Calavera Hills Subdivision," dated October 6, 1988 and our 'Report of Geotechnical Investigation, Village Q, Calavera Hills Subdivision, " dated January 10, 1984. The site configuration, topography and approximate locations of the subsurface explorations are shown on Plate Number 1. SOUTHERN CALIFDRNIA SOIL ANO TESTING, INC t CHU MMM t M* Mao* SOUTNIIIN CALIPORNIA SOIL A TBSTINQ.INC. CALAVERAS HEIGHTS-VILLAGE L-2 •r: KAR/EM JOBNUMBIR: 9021054 DATt: 4-W-90 FIGURE #1 SCS&T 9021054 I^ay 4, 1990 Page 2 PROJECT SCOPE This interim report is based on the findings presented in the aforementioned reports for the Calavera Hills Subdivision. For the purpose of this report, appropriate field investigation and laboratory test data was extracted from the previously mentioned reports. More specifically, the intent of this study was to: a) Describe the subsurface conditions to the depths influenced by the proposed construction. b) The laboratory testing performed in the referenced report was used to evaluate the pertinent engineering properties, including bearing capacities, expansive characteristics and settlement potential, of the anticipated materials which will influence the developnent of the proposed subject site. c) Describe the rippability characteristics of the existing rock. d) Define the general geology at the site including possible geologic hazards which could have an effect on the site development. e) Develop soil engineering criteria for site grading and provide recomtEndations regarding the stability of proposed cut and fill slopes. f) Address potential construction difficulties and provide reconmendations conceming these problems. g) Reconmend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. SCS&T 9021054 May 4, 1990 Page 3 FINDINGS SITE EESCRIPnCN The subject site, designated as Village L-2 in the Calavera Heights development, is an irregular shaped portion of land located in Carlsbad, Califomia. The site is bounded by Harwich Drive on the southwest and by undeveloped land on all other exterior boundaries. The subject site is located within hilly terrain and is conprised of a broad topographic high in the northeastern portion of the site. The site slopes away from the topographically higher area in all directions. The natural slopes on site, typically, are on the order of 4 to 1, horizontal to vertical, and flatter. A 2 to 1, horizontal to vertical, cut slope exist adjacent to Harwich Drive. Elevations range from approximately 450 feet (MSL) on the northeast to approximately 340 feet (MSL) on the southwest portion of the site, i^ll developed drainage swales exist near the southvest and southeast property boundaries and drain in those respective directions. Drainage is acconplished via sheetflow and well defined drainage swales away from the topographically higher eirea in the northeast. Vegetation is conprised of moderately dense to dense chaparral and native grasses. The site is vacant, however, a 200 foot diameter water storage tank is located within the northeast portion of the site and is not considered a part of Village L-2. With the exception of the subsurface water utility line to the storage tank, no other utilities are anticipated to exist on the subject site. GENERAL (3OD0GY AND SUBSURFACE CCNDITIONS OECKCGIC SEITING AND SOU. DESCRIPTICW: The subject site is located near the boundary between the Foothills Physiographic Province and the Coastal Plains Physiographic Province of San Diego County and is underlain by materials of igneous origin and surficial residuum. The site is underlain by the basement complex rocks consisting of Jurassic-age metavolcanic rocks and Cretaceous-age granitic rocks and small amounts of Quatemary-age alluvium and artificial fill. A brief description of the materials on-site, in general decreasing order of age, is presented below. SCS&T 9021054 tlay 4, 1990 Page 4 1) BASEMENT CCMPLEX - JURASSIC METAVOLCANICS AND CRETACEOUS C3WNmCS (Jftnv/Kgr): The oldest rocks exposed at the site are the Jurassic metavolcanic and associated hypabyssal rocks. The metavolcanic rocks are generally andesite or dacite in composition and the associated hypabyssal rocks are their porphyritic equivalents (ie: diorite porphyry to granodiorite porphyry). The fine grained hypabyssal rocks are considered to be about the sane age as the netavolccinics and are consequently older than the other intmsive rocks found at the site. Both the netavolcanics and the associated hypabyssal rocks weather to dark, smooth hills or jagged, angular outcrops with a clayey, rocky topsoil. The metavolcanic and hypabyssal rocks are generally rippable with conventional earth-moving equipment to depths of only a few feet. The other rocks in the basenent conplex are the granitic rocks of the Cretaceous Southem Califomia Batholith which have intmded the older rocks and are, to a large degree, mixed with them. The granitic rocks at the project site appear to be both tonalitic and granodioritic in conposition. The tonalitic rocks are usually dark gray, • fine to medium grained rocks whereas the granodioritic rocks are usually yellowish brown to grayish brown, m(=<iium to coarse grained rocks. The v^athering and rippability characteristics of the tonalitic rocks appear to be somewhat similar to those of the metavolcanic/hypabyssal rocks. The tonalitic rocks may be rippable to greater depths than the netavolcanic rocks but ripping may be difficult cind time consuming. In addition, it should be noted that the material generated from the tonalitic rocks will have the appearance of the metavolcanic rocks rather than that of good quality "decomposed granite." In contrast to the weathering characteristics of the metavolcanic/hypabyssal rock and the tonalitic rocks, the granodioritic rocks commonly weather to rounded outcrops or boulders in a matrix of grus ("decomposed granite"). The granodioritic rocks are variable in their excavation characteristics but conmonly contain areas which are rippable to SCS&T 9021054 May 4, 1990 Page 5 depths of several feet or several tens of feet, yet include localized areas of boulders or unweathered rock which are not rippable with conventional heavy equipment. The areas underlain by the respective rock types in the basement complex are intermixed and are not differentiated on the accompanying geologic map. It should be noted that since the different rock types are mixed the areas on the map vere given a dual classification. The boundaries between the rock types are very irregular, therefore they vere not differentiated on Plate Nunfcer 1. 2) YDUNCSK QUATERNARY (HOLOCENE) ALLUVIUM (Qyal): Younger alluvial deposits consisting of unconsolidated, loose to medium dense deposits of clay, silt, sand, and gravel are present in the modem drainage swales. These deposits range in thickness from less than a foot to several feet. Due to their ubiquitous occurrence, the younger alluvial deposits are not delineated on the geologic map except in major drainage swales. 3) A relatively thin layer of loose topsoils and subsoils should be anticipated overlying the entire site. These deposits consist of varying mixtures of silts, sands and clays. It is estimated that these deposits do not exceed three and one half feet in combined thickness. 4) ARTIFICIAL FILL (Qaf): Minor amounts of end-dumped fill and house hold debris have been dumped on several small areas within the subject site. Table I presents some of the pertinent engineering characteristics of the bedrock materials at the site. SCS&T 9021054 May 4, 1990 TABLE I Page 6 (3WERALIZED ENGINEERING CHARACTERISTICS OF MAIN (3X3L0GIC UNITS Unit Name and Symbol Rippability Amount of Oversize Material Slope Stability/ Erosion Compressibility Expansive Potential Granitic Rocks- Kgr (Granodiorite) Granitic Rocks- <gr (Tonalite) >4etavolcanic and Hypabyssal Rocks-Jmv Generally Rippable to + 15 Feet Marginally Rippable to Nonrippable Marginally Rippable to Nonrippable Low to Good Moderate Moderate to Good High Rfcderate to Good High Nominal Nominal Nominal Nominal Nominal Nominal TBCTONIC SETTING: A few small, apparently inactive faults have been mapped previously within the vicinity of the site. No evidence of faulting was noted in our exploratory trenches for the referenced reports but it is possible that future grading operations at the site may reveal some of these faults. Due to their status of activity and geometry, these small faults should be only of minor consequence to the project. It should also be noted that several prominent fractures and joints are present within the vicinity of the site. These are probably related, at least in part, to the strong tectonic forces that dominate the .Southern Califomia region. These features are usually near-vertical and strike in both a general northwesterly direction (subparallel to the regional stmctural trend) and in a general northeasterly direction (subperpendicular to the regional stmctural trend). All cut slopes should be inspected by a qualified geologist to assess the presence of adverse jointing conditions in the final slopes. In addition, it should be recognized that much of Southem Califomia, is characterized by major, active fault zones that could possibly affect the SCS&T 9021054 May 4, 1990 Page 7 subject site. The nearest of these is the Elsinore Fault Zone, located approximately 20 miles to the northeast. It should also be noted that the possible off-shore extension of the Rose Canyon Fault Zone is located approximately eight miles west of the site. It is anticipated that the Rose Canyon Fault Zone will be classified as active in the near future. The Rose Canyon Fault Zone conprises a series of northwest trending faults. Recent seismic events along a small portion of the Rose Canyon Fault Zone have generated earthquakes of 4.7 or less magnitude. Other active fault zones in the region that could possibly affect the site include the Coronado Banks and San Clemente Fault Zones to the west, the Agua Bianca and San Miguel Fault Zones to the south, and the Elsinore and San Jacinto Fault Zones to the northeast. (2X3L0GIC HAZARDS: The site is located in an area v^ich is relatively free of potential geologic hazards. Hazards such as tsunamis, seiches, liquefaction, and landsliding should be considered negligible or nonexistent. GROUNDGHAKIIIG: One of the most likely geologic hazards to affect the site is groundshaking as a result of movenent along one of the major, active fault zones nentioned above. The maximum bedrock accelerations that would be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are summarized in the following Table II. TABLE II Fault Zone Distance Maximum Probable Earthquake Bedrock Design Acceleration Acceleration Rose Canyon Elsinore Coronado Banks San Jacinto 8 miles 20 miles 24 miles 43 miles 6.5 magnitude 7.3 nagnitude 7.0 magnitude 7.8 negnitude 0.36 g 0.25 g 0.18 g 0.14 g 0.23 g 0.17 g 0.12 g 0.10 g SCS&T 9021054 May 4, 1990 Page 8 Earthquakes on the Rose Canyon Fault Zone are expected to be relatively minor. Major seismic events are likely to be the result of movement along the Coronado Banks, San Jacinto, or Elsinore Fault Zones. Experience has shown that stmctures that are constructed in accordance with the Uniform Building Code are fairly resistant to seismic related hazards. It is, therefore, our opinion that stmctural damage is unlikely if such buildings are designed and constructed in accordance with the minimum standards of the most recent edition of the Uniform Building Code. SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS GENERAL: The results of our seismic survey and exploratory trenches perforned for the referenced reports indicate that blasting will be required to obtain proposed cuts. In addition, isolated boulders are anticipated within cut areas that may require special handling during grading operations. A sunmary of each seismic traverse is presented in Table III below, and Plates Number 21 through 30. Our interpretation is based on the rippability characteristics of granitic and metavolcanic rock as described in Pages 15 through 17. TAHLE III Seismic Traverse No. S-11 Proposed Cut: 20' Geologic Unit: Granite Interpretation: 0-8' + 8' 1600 FPS Rippable Topsoils and Weathered Granitic Bedrock 8000 FPS Nonrippable Granitic Bedrock Seismic Traverse Nb. S-llR Proposed Cut: 20' Geologic Unit: Granite Interpretation: 0-9' + 9' 2000 FPS Rippable Topsoils and Weathered Granitic Bedrock 10000 FPS Nonrippable Granitic Bedrock SCS&T 9021054 May 4, 1990 Pace 9 TABLE III (continued) Seismic Traverse No. S-14 Proposed Cut: 10' Geologic Unit: Ntetavolcanic Interpretation: 0-2' 2' 2000 FPS Rippable Topsoils and Weathered Rfetavolcanic Bedrock 5500 FPS Marginally to Nonrippable Metavolcanic Bedrock with Hcuxlrock Floaters Seismic Traverse No. S-14R Proposed Cut: 10' Geologic Unit: Metavolcanic Interpretation: 0-6' 6'-30' 2500 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 4200 FPS Rippable to Marginally Rippable Metavolcanic Bedrock with Hardrock Floaters Seismic Traverse No. S-17 Proposed Cut: 17' Geologic Unit: Rfetavolcanic Interpretation: 0-12' 12'-30' 3400 FPS Rippable Topsoils and Fractured Metavolcanic Pedrock with Hardrock Floaters 5500 FPS Nonrippable Metavolcanic Bedrock Seismic Traverse No. S-17R Proposed Cut: 17' Geologic Unit: Metavolcanic Interpretation; 0-10' 10'-30' 3000 FPS Rippable Topsoils and Fractured Metavolcanic Bedrock with Hcuxlrock Floaters 5000 FPS Nonrippable Metavolcanic Bedrock SCS&T 9021054 May 4, 1990 Page 10 TABLE III (continued) Seismic Traverse No. S-18 Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-3' 3'-13' + 13' 2000 FPS Rippable Topsoils and Vfeathered Granitic Rock 4000 FPS Rippable Granitic Bedrock with Hardrock Floaters 5500 FPS Nonrippable Granitic Bedrock Seismic Traverse No. S-18-R Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-3' 3'-20' + 20' 2200 FPS Rippable Topsoils and Weathered Granitic Rock 4000 FPS Rippable Granitic Bedrock with Hardrock Floaters 5500 FPS Nonrippable Granitic Bedrock Seismic Traverse No. S-19 Proposed Cut: 12' Geologic Unit: Metavolcanic Interpretation: 0-3' 3'-25' -t- 25' 2000 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 4000 FPS Rippable Topsoils and Fractured Metavolcanic Bedrock with Hardrock Floaters 15000 FPS Nonrippable Metavolcanic Bedrock SCS&T 9021054 M^y 4, 1990 Pace 11 TAHLE III (continued) Seismic Traverse No. S-19R Proposed Cut: Geologic Unit: Interpretation: 12' rfetavolcanic 0-2' 2'-20' 20' 1750 FPS Rippable Topsoils and Weathered Metavolcanic Bedrock 4500 FPS Rippable to Marginally Rippable Fractured Metavolcanic Bedrock with Hardrock Floaters 10000 FPS Nonrippable Metavolcanic Bedrock Seismic Proposed Cut: Geologic Unit: Interpretation: No. S-22 30' Mixed Granitic and Rfetavolcanic 0-3' + 3' 3000 FPS Rippable Topsoils and Weathered Rfetavolcanic/ Granitic Bedrock 5500 FPS Marginally to Nonrippable Granitic/'Metavolcanic Pedrock with Hardrock Floaters Seismic Traverse No. S-22R Proposed Cut: 30' Geologic Unit: Mixed Granitic and Rfetavolcanic Interpretation: 0-5' 2000 FPS Rippable Topsoils and Vfeathered Rfetavolcanic/ Granitic Bedrock -1-5' 10000 FPS Nonrippable Rfetavolcanic/ Granitic Bedrock SCS&T 9021054 May 4, 1990 Page 12 TAHLE III (continued) Seismic Traverse No. SQ-5 Proposed Cut: 12' Geologic Unit: Metavolcanic Interpretation: 0-6' Rippable -t- 6' Nonrippable Seismic Traverse No. SQ-6 Proposed Cut: 12' Geologic Unit: Rfetavolcanic Interpretation: 0-6' Rippable 6' Nonrippable Seismic Traverse No. SQ-7 Proposed Cut: 13' Geologic Unit: Rlixed Granitic and Rfetavolcanic Interpretation: 0-6' Rippable -I- 6' Rfonrippable Seismic Ttaverse No. SQ-8 Proposed Cut: 2' Geologic Unit: Rfetavolcanic Interpretation: 0-9' Rippable -I- 9' Nonrippable Seismic Traverse No. SQ-9 Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-10' Rippable + 10' Rtonrippable SCS&T 9021054 May 4, 1990 Paae 13 TAHLE III (continued) Seismic Traverse No. SP-27 Proposed Cut: 20' Geologic Unit: Rfetavolcanic Interpretation: 0-5' 5'-25' Rippable Nonrippable Seismic Traverse No. SP-28 Proposed Cut: 28' Geologic Unit: Rfetavolcanic Interpretation: 0-3' 3'-25' Rippable r4arginally Rippable Seismic Traverse No. SP-29 Proposed Cut: Geologic Unit: Interpretation: 28' Rfetavolcanic/Granitic 0-5' Rippable 5'-8' Mcurginally Rippable 8'-25' Nonrippable Seismic Traverse No. SP-30 Proposed Cut: 30' Geologic Unit: Rfetavolcanic/'Granitic Interpretation: 0-6' Rippable 6'-2 5' Nonrippable Seismic Traverse No. SP-31 Proposed Cut: Geologic Unit: Interpretation: Unknown Rfetavolcanic/Granitic 0-3' Rippable 3'-10' Marginally Rippable 10'-25' Nonrippable SCS&T 9021054 May 4, 1990 Page 14 TABLE III (continued) Seismic Traverse No. S73-4 Proposed Cut: 8' Geologic Unit: Rfetavolcanic/Granitic Interpretation: 0-12' Riarginally Rippable 12'-27' Nonrippable Seismic Traverse No. S73-5 Proposed Cut: 14' Geologic Unit: Rfetavolcanic/t^ranitic Interpretation: 0-15' Marginally Rippable 15'-25' Nonrippable Seismic Ttaverse No. S73-6 Proposed Cut: 0' Geologic Unit: Rfetavolcanic/Granitic Interpretation: 0-8' 8'-15' Rippable Rtonrippable Seismic Traverse No. S73-8 Proposed Cut: 10' Geologic Unit: Granitic Interpretation: 0-28' 28'-33' Marginally Rippable Rfonrippable Seismic Traverse No. S73-15 Proposed Cut: Unknown Geologic Unit: Granitic Interpretation: 0-10' 10'-15' Rippable Riarginally Rippable Seismic Traverse No. S73-16 Proposed Cut: 5' Geologic Unit: Granitic Interpretation: 0-15' 15'-20' Rippable Rtonrippable SCS&T 9021054 May 4, 1990 Page 15 In general, our seismic survey indicated that areas underlain by granitic rock present rippable material to depths ranging from near surface to approximately twenty feet, with nonrippable material below this depth. In areas underlain by metavolcanic and associated hypabyssal nv^k, nonrippable materials appear to be encountered at depths of approximately two feet to fifteen feet. In addition, a variable zone of nmrginally rippable rock usually exists between the rippable and nonrippable rock. Village L-2 appears to be roughly evenly divided between granitic and netavolcanic rock. The generation of fine material during blasting and mining operations is essential due to the characteristics of the on-site rock material. Therefore, "pre-shooting" of nonrippable material before removing the overlying soils and rippable rock is suggested. This procedure often helps to generate more fine material and to facilitate the mixing of soil and rock to be used as fill. RIPPABILITY CHARACTERISTIC OF GRANODIORITIC ROCK RIPPABLE OONDITION (0-4,500 Fr./SBC.): This velocity range indicates rippable materials which may consist of decomposed granitic rock possessing random hardrock floaters. These materials will break down into slightly silty, well graded sand, whereas the floaters will require disposal in an area of nonstmctural fill. Some areas containing nunerous hardrock floaters may present utility trench problems. Further, large floaters exposed at or near finish grade may present additional problems of removal and disposal. Materials within the velocity range of from 3,500 to 4,000 fps are rippable with difficulty by backhoes and other light trenching equipment. MARGINALLY RIPPABLE CONDITION (4,500 FT./SBC.-5,500 FT./SBC.): This range is rippable with effort by a D-9 in only slightly weathered granitics. This velocity range may also include nunerous floaters vdth SCS&T 9021054 May 4, 1990 Page 16 the possibility of extensive areas of fractured granitics. Excavations may produce material that will partially break down into a coarse, slightly silty to clean sand, but containing a high percentage of -i- 1/4" material. Less fractured or veathered materials may be found in this velocity range that would require blasting to facilitate removal. Materials within this velocity range are beyond the capability of backhoes and lighter trenching equipnent. Difficulty of excavation vrould also be realized by gradalls and other heavy trenching equipment. NONRIPPABLE CONDITION (5,500 FT./SEC. & GREATER): This velocity range includes nonrippable material consisting primarily of fractured granitics at lower velocities with increasing hardness at higher velocities. In its natural state, it is not desirable for building pad subgrade. Blasting will produce oversize material requiring disposal in areas of nonstmctural fill. This upper limit has been based on the Rippability Chart shown on Plates RJumber 27 through 30 utilized for this report. However, as noted in the Caterpillar Chart on Plates Number 31 through 33, this upper limit of rippability may sonetines be increased to 7,000 to 8,000 fps material using the D-9 mounted #9 Series D Ripper. RIPPABILITY CHARACTERISTICS OF METAVOLCANICS AND ASSOCIATED HYPTfflYSSAL ROCKS AND TONALITIC ROCKS RIPPABI£ CCMDITION (0-4,500 FT./SBC.): This velocity range indicates rippable materials which may vary from deconposed metavolcanics at lover velocities to only slightly deconposed, fractured rock at the higher velocities. Although rippable, materials may be produced by excavation that will not be useable in stmctural fills due to a lack of fines. Experience has shown that material within the range of 4,000 to 4,500 fps most often consists of severely to moderately fractured angular rock with little or no fines and sizeable quantities of 1/4" naterial. SCS&T 9021054 May 4, 1990 Page 17 For velocities between 3,500 to 4,500 fps, rippability will be difficult for backhoes and light trenching equipment. MARGINALLY RIPPABLE CCNDITION (4,500-5,500 FT./SBC.): Excavations in this velocity range would be extrenely time consuming and vrould produce fractured rock with little or no fines. The higher velocities could require blasting. Trenching equipnent vrould not function. NONRIPPAHLZ: CONDITION (5,500 FT./SEC. & GREKTER): This velocity range may include moderately to slightly fractured rock which vrould require blasting for removal. Material produced would consist of a high percentage of oversize and angular rock. Rippability of metavolcanics may be accomplished for higher velocities using the Caterpillar D-9 with the #9 D Series Ripper. Due to the fractured nature of some metavolcanics, ripping might be accomplished in as high as 8,000 fps material. SEISMIC TRAVERSE LIMITffinONS The results of the seismic survey for this investigation reflect rippability conditions only for the areas of the traverses. However, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteristics. Our reporting is presently limited in that refraction seismic surveys do not allow for prediction of a percentage of expectable oversize or hardrock floaters. Subsurface variations in the degree of weathered rock to fractured rock are not accurately predictable. The seismic refraction method requires that materials becone increasingly dense with depth. In areas where denser, higher velocity materials are underlain by lower velocity materials, the lover velocity materials vrould not be indicated by our survey. SCS&T 9021054 May 4, 1990 Page 18 All of the velocities used as upper limits for rippability are subject to fluctuation depending upon such local variations in rock conditions as: a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Degree of Deconposition c) Brittleness and Crystalline Nature d) Grain Size Further, the range of rippability using Caterpillar equipment may be increased using different equipment. However, it should be noted that ripping of higher velocity materials may become totally dependent on the tine available and the economics of the project. Ripping of higher velocity materials can be achieved but it may become economically infeasible. GROUNDWATER: No groundwater was encountered during our subsurface explorations for the referenced reports. Even though no najor groundwater problems are anticipated either during or after constmction of the proposed development, seasonal groundwater from precipitation mnoff may be encountered within the larger drainage swales during grading for the developnent. It is suggested that canyon subdrains be installed within drainage swales which are to receive fill. It should be realized that groundwater problems may occur after development of a site even where none were present before development. These are usually minor phenomena and are often the result of an aiteration of the pemeability characteristics of the soil, an alteration in drainage pattems and an increase in irrigation water. Based on the permeability characteristics of the soil and the anticipated usage of the developnent, it is our opinion that any seepage problems v*u.ch may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and v^en they develop. SCS&T 9021054 May 4, 1990 Page 19 CONCLUSICNS AND RBCCMMENDATICNS GENERAL In general, no geotechnical conditions vere encountered which vrould preclude the development of the site as tentatively planned, provided the reconmendations presented herein are folloved. Geotechnical conditions that will affect the proposed site developnent include expansive soils and hard granitic, netavolcanic and hypabyssal rock. Where possible, select grading is reconmended to keep nondetrimentally expansive soils within four feet from finish pad grade. In areas where this is not feasible, special foundation consideration will be necessary. In order to make the proposed excavations, ve anticipate that heavy ripping and blasting will be required. It is anticipated that the material generated from the cuts of the granitic, metavolcanic and hypabyssal rock will contain relatively low amounts of fine soils and large amounts of oversized material. Since rock fills require a percentage of fine soil, mining of the site, importing of fine materials or exporting excess rock may be necessary. OlADING SITE PREPARATICN: Site preparation should begin with the removal of any existing vegetation and deleterious matter from proposed improvement areas. Removal of trees should include their root system. Any existing loose surficial deposits such as topsoils, subsoils, uncompacted fills, and younger alluvium in areas to be graded should be removed to firm natural ground. The extent of the topsoils and subsoils will be approximately one or tvro feet. Existing uncompacted fills and younger alluvium are present only in minor scattered areas of the site. Firm natural around is defined as soil having an in-place density of at least 90 percent. Soils exposed in the bottom of excavations should be scarified to a deptti of 12 inches, moisture conditioned and recompacted to at least 90 percent as determined in accordance with ASTM D 1557-78, Rfethod A or C. The minimum horizontal limits SCS&T 9021054 May 4, 1990 Page 20 of removal should include at least five feet beyond the perimeter of the stmctures, and all areas to receive fill and/or settlement-sensitive improvenents. SELECT GRADING: Expansive soils should not be allowed within four feet from finish pad grade. In addition, expansive soils should not be placed within a distance from the face of fill slopes equal to ten feet or half the slope height, v^chever is nrore. Select naterial should consist of granular soil with an expansion index of less than 50. It is reconmended that select soils have relatively low pemeability characteristics. In areas undercut for select grading purposes, the bottom of the excavation should be sloped at a minimum of three percent away from the center of the stmcture. Minimum lateral extent of select grading should be five feet away from the perimeter of settlement-sensitive inprovenents. COT/FHiL TRSNtSTTKMifz It is anticipated that a transition line between cut and fill soils nay run through sone of the proposed building pads. Due to the different settlement characteristics of cut and fill soils, constmction of a stmcture partially on cut and partially on fill is not reconmended. Based on this, ve reconmend that the cut portion of the building pads be undercut to a depth of at least three feet below finish grade, and the materials so excavated replaced as uniformly compacted fill. The minimum horizontal limits of these recommendations shouid extend at least five feet outside of the proposed inprovements. IMPORTED FILL: All fill soil imported to the site should be granular and should have an expansion index of less that 50. Further, import fill should be free of rock and lunps of soil larger than six inches in diameter and should be at least 40 percent finer thain 1/4-inch. Any soil to be imported should be approved by a representative of this office prior to inporting. RIPPABILITr: It is anticipated that the proposed cuts will require heavy ripping and blasting. Plates RJunfcer 21 through 30 contain the results of our seismic traverses. The results are summarized within this report. This SCS&T 9021054 May 4, 1990 Page 21 condition will be further evaluated during the preparation nf the geotechnical investigation report. Additional seismic traverses will be perforned in areas where deep cuts are proposed. OVERSIZED ROCK: Oversized rock is defined as naterial exceeding six inches in maximum dinension. It is anticipated that oversized naterial will be generated from proposed cuts. Oversized naterial may be placed in stmctural fills as described in Plate RJumber 16. SLOPE CONtfllUJLrriON: The face of all fill slopes should be conpacted by backrolling with a sheepsfoot compactor at vertical intervals no greater than four feet and should be track walked when conpleted. Select grading should be perfomed to limit expansive soils within ten feet from face of fill slope or one half the slope height, whichever is greater. Recomraendations contained within this report reflect a select grading condition. All cut slopes should be observed by our engineering geologist to verify stable geologic conditions. Should any unstable conditions be found, mitigating measures could be required. SURFACE DRAINAGE: It is reconmended that all surface drainage be directed away from the stmctures and the top of slopes. Ponding of water should not be alloved adjacent to the foundations. SUBCX^AINS: A subdrain should be installed in canyon areas to receive fill in excess of ten feet. A subdrain detail is provided in Plate Rluntoer 17. EARTHWORK: All earthvrork and grading contemplated for site preparation should be acconplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation reconmendations presented in the sections above will supersede those in the Standard Recommended Grading Specifications. All embankments, stmctural fill and fill should be conpacted to at least 90% relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed stmctures and beneath asphalt pavenents should be SCS&T 9021054 May 4, 1990 Page 22 conpacted to minimum of 90% of its naximum dry density. The upper tvelve inches of subgrade beneath paved areas shouid be compacted to 95 ^ of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the nass grading requirenents. The maximum dry density of each soil type should be determined in accordance with ASTM Test Method D-1557-78, Rfethod A or C. SLOPE SERBTTiTTY Proposed cut and fill slopes should be constmcted at a 2:1 (horizontal to vertical) or flatter inclination. It is estinated that cut and fill slopes will extend to a maximum height of about 30 feet and 32 feet, respectively. It is our opinion that said slopes will possess an adequate tactor of safety with respect to deep seated rotational failure and surficial failure (see Plate RJumber 18). The engineering geologist should observe all cut slopes during grading to ascertain that no adverse conditions are encountered. FOUNDKnONS (3INERAL: If the lots are capped with nondetrimentally expansive soils, conventional shallow foundations may be utilized for the support of the proposed stmctures. The footings should have a minimum depth of 12 inches and 18 inches below lovest adjacent finish pad grade tor one-and-tvro-story construction, respectively. A minimum width of 12 inches and 18 inches is reconmended for continuous and isolated footings, respectively. A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity nay be increased by one-third v^en considering wind and/or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum distance of six feet and seven feet exist between the footing and the face of cut slopes or fill slopes, respectively. Retaining walls in similar conditions should be individually revieved by this office. If it is found to be unfeasible to cap the lots with nondetrinentally expansive soils as reconmended, special foundation and slab SCS&T 9021054 May 4, 1990 Page 23 design will be necessary. This generally consists of rl^^pened and more heavily reinforced footings, thicker, more heavily reinforced slabs. Reconmendations for expansive soil conditions will l-^^ provided atter site grading v^en the expansion index and depth of the prevailing foundation soils are known. REINPORCEMEWT: Both exterior and interior continuous footings should be reinforced with at least one Rto. 4 bar positioned near the bottom of the footing and one No. 4 bar positioned near the top of the footing. This reinforcenent is based on soil characteristics and is not intended to be in lieu of reinforcenent necessary to satisfy stmctural considerations. If expansive soils exist within four feet of finish grade, additional reinforcing will be necessary. INTERIOR CONCRETE ON-GRADE SLABS: If the pads are capped with nondetrimentally expansive soils, concrete on-grade slabs should have a thickness of four inches and be reinforced with at least No. 3 reinforcing bars placed at 36 inches on center each way. Slab reinforcenent should be placed near the middle of the slab. As an altemative, the slab reinforcing may consist of 6"x6"-W1.4xW1.4 (6"x6"-10/10) velded wire mesh. However, it should be realized that it is difficult to maintain the proper position of wire mesh during placement of the concrete. A four-inch-thick layer of clean, coarse sand or cmshed rock should be placed under the slab. This layer should consist of material having 100 percent passing the one-half-inch screen; no more than ten percent passing sieve #100 and no more than five percent passing sieve #200. Where moisture-sensitive floor coverings are planned, the sand or rock shouid be overiain by a visqueen moisture barrier and a tvro-inch-thick layer of sand or silty sand should be provided above the visqueen to allow proper concrete curing. EXIERIOR SLABS-GN-GEVOE: For nonexpansive soil conditions, exterior slabs should have a minimum thickness of four inches. Walks or slabs five feet in width should be reinforced with 5"x6"-W1.4xW1.4 (6 "x6 "-10/10) velded wire nesh and provided with veakened plane joints. Any slabs betveen five and ten SCS&T 9021054 May 4, 1990 Page 24 feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with a weakened plane joint located three feet inside the exterior perimeter as indicated on attached Plate Number 19. Both traverse and longitudinal weakened plane joints should be constmcted as detailed in Plate Rfumber 19. Exterior slabs adjacent to doors and garage openings should be connected to the footings by dowels consisting of No. 3 reinforcing bars placed at 24-inch intervals extending 18 inches into the footing and the slab. SPECIAL LOTS: Special lots are defined as lots underlain by fill with differential thickness in excess of ten feet. The following increased foundation reconmendations should be utilized for said lots. Footings shouid be reinforced with tvro No. 4 bars positioned near the bottom of the footing and tvro No. 4 bars positioned near the top of the footing. Concrete on grade slabs should be reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. Lots with fill differentials in excess of thirty feet should be evaluated on an individual basis. EXPANSIVE CHARACTERISTICS: Metavolcanic rock generally veathers to a clayey subsoil, and its presence within four feet of finish pad grade will require special site preparation and/or foundation consideration. SETTLEMENT CHARACTERISTICS: The anticipated totai and/or differential settlenents for the proposed stmctures may be considered to be within tolerable limits provided the reconmendations presented in this report are folloved. It should be recognized that minor hairline cracks on concrete due to shrinkage of constmction materials or redistribution of stresses are nomal and may be anticipated. EARTH RETAINING WAULS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to te 450 pounds per square foot per foot of depth up to a maximum of 2000 psf. This pressure may te increased one-third for seismic SCS&T 9021054 May 4, 1990 Page 25 loading. The coefficient of friction for concrete to soil nay te assimed to te 0.35 for the resistance to lateral movement. ^Jhen combining frictional and passive resistance, the former should te reduced by one-third. Th° upper 12 inches of exterior retaining wall footings should not te included in passive pressure calculations when landscaping abuts the tottom of the wall. ACTIVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining stmctures with level backfills may be assumed to be equivalent to the pressure of a fluid veighing 35 pounds per cubic foot. For 2:1 (horizontal to vertical) sloping backfills, 14 pcf should te added to the preceding values. These pressures do not consider any surcharge. If any are anticipated, this office should te contacted for the necessary increase in soil pressure. This value assumes a drained backfill condition. Waterproofing details should be provided by the project architect. A subdrain detail is provided on the attached Plate Numter 20. BACKFILL: All backfill soils should te conpacted to at least 90% relative conpaction. Expansive or clayey soils should not te used for backfill material. The wall should not te backfilled until the masonry has reached an adequate strength. FACTOR OF SAFETY: The above values, with the exception of the allowable soil tearing pressure, do not include a factor of safety. Appropriate factors of safety should te incorporated into the design to prevent the walls from overtuming and sliding. LIMITATIONS REVIEW, OBSERVAnON AND TESTING The reconmendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should te made available to the geotechnical engineer and engineering geologist so that they may review and verify their conpliance with this report and with Chapter 70 of the Uniform Building Code. SCS&T 9021054 May 4, 1990 Page 26 It is reconmended that Southem Califomia Soil & Testing, Inc. te retained to provide continuous soil engineering services during the earthvrork operations. This is to verify compliance with the design concepts, specifications or reconmendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of constmction. UNIFORMITY OF OONDITIONS The recommendations and opinions expressed in this report i.-eflect our test estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the perfomance of the foundations and/or cut and fill slopes may te influenced by undisclosed or unforeseen variations in the soil conditions that nay occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may te encountered during site development should te brought to the attention of the geotechnical engineer so that he may nake nrodifications if necessary. CHANCa: IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should te verified in writing or modified by a written addendum. TIME LDCraOliONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they te due to natural processes or the vrork of man on this or adjacent properties. In addition, changes in the Standards-of-Practice SCS&T 9021054 • May 4, 1990 Page 27 and/or Govemnent Codes may occur. Due to such changes, the findings of this report may te invalidated wholly or in part by changes tevond our control. Therefore, this report should not te relied upon atter a period of two years without a review bv us verifying the suitability of the conclusions and recomnendations. PROFESSICNAL SUNDARD In the perfomance of our professional services, ve conply with that level of care and skill ordinarily exercised by memters of our profession currently practicing under similar conditions and in the sane locality. The client recognizes that subsurface conditions may vary from those encountered at the iocations where our trenches, surveys, and explorations are made, and that our data, interpretations, and reconmendations are based soieiy on the information obtained by us. We will be responsible for those data, interpretations, and recomrendations, but shall not te responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the vrork performed or to te perfomed by us, or by our proposal for consulting or other services, or by our fumishing of oral or written reports or findings. CLIENT'S RESPONSIBrLITY It is the responsibility of Lyon Communities Incorporated, or their representatives to ensure that the information and reconmendations contained herein are brought to the attention of the stmctural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insxire that the contractor and his subcontractors carry out such reconmendations during constmction. SCS&T 9021054 May 4, 1990 Page 28 FIELD EXPLORATIONS Four subsurface trench explorations vere made at the locations indicated on the attached Plate Nunter 1 on Septemter 6, 1988 within the subject site (see Plates Numter 3 through 6). In addition, Plates Numter 7 through 12 from the referenced reports contain additional trench excavations made in Decemter of 1982, of similar soils within the subject subdivision. These explorations consisted of trenches dug by the means of a backhoe. Six seismic traverses vere also perforned in Septenber of 1988, four January 10, 1984, five July 29, 1983, and six April 14, 1973. The field vrork was conducted under the observation of our engineering geology personnel. The results are shown on Plates Numter 21 through 30. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. LABORATORY TESTING Latoratory tests vere performed in accordance with the generally ai^cepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests perfomed is presented telow: a) CLASSIFICATION: Field classifications vere verified in the latoratory by visual exandnation. The final soil classifications are in accordance with the Unified Soil Classification System. b) MDISTURE-CENSnT: In-place moisture contents and dry densities vere determined for representative soil sanples. This infomation was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit SCS&T 9021054 May 4, 1990 Page 29 veight is detemiined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry veight. The results are sunmarized in the trench logs. c) O^AIN SIZE DISTRIBUTION: The grain size distribution \-^s determined for representative sanples of the native soils in accordance with ASTM D422. The results of these tests are presented on Plate RJumter 13. d) GCMPACTION TEST: The naximum dry density and optimum moisture content of typical soils vere determined in the latoratory in accordance with ASTM Standard Test D-1557-78, Rfethod A. The results of these tests are presented on the attached Plate Rlunter 14. e) EXPANSION TEST: The expansive potential of clayey soils was determined in accordance with the following test procedure and the results of these tests appear on Plate Numter 14. Allow the trimmed, undisturbed or remolded sample to air dry to a constant moisture content, at a temperature of 100 degrees F. Place the dried sanple in the consolidometer and allow to compress under a ioad of 150 psf. Allow moisture to contact the sanple and neasure its expansion from an air dried to saturated condition. f) DIRBCT SHEAR TESTS: Direct shear tests vere perfoLTned to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Sanples vere tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The average shear strength values for granitic and metavolcanic rock are presented on attached Plate Nuntoer 15. INSERT DRAWINGS HERE I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL OLSCRIPTION GROUP SYMBOL I. Sieve size. CLEAN GRAVELS COARSE GRAINED, more tnan naif of material is laraer tnan No. 200 GRAVELS More tnan naif of coarse fraction is larger than No. 4 sieve size but smaller tnan 3". GRAVELS WITH FINES (Appreciable amount of fines) SANDS More than nalf of coarse fraction is smaller tnan No. 4 sieve size. CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, more than naif of material is smaller than No. 200 sieve sTzeT SILTS ANO CLAYS Liquid Limit less than 50 SILTS ANO CLAYS GW GP GM GC SW SP SM SC ML CL OL MH Liquid Limit CH greater than 50 OH HIGHLY ORGANIC SOILS PT 'YPICAL NAMES Well graaed gravels, gravel- sand mixtures, little or no fines. Poorly graoed gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-siit mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, "i ittle or no fines. Silty sands, poorly graced sand and silty mixtures. Clayey sands, poorly graced sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty clays or low olastlcity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. US Water level at time of excavation or as indicated Undisturbed, driven ring sample or tube sample CK — Undisturbed chunk sample BG — Bulk sample SP — Standard penetration sample CALAVERAS HEIGHTS-VILLAGE L-2 BY: KAR DATE: 4-19-90 JOB NUMBER:9021054 Plate No. 2 SOUTHERN CALIFORNIA SOIL A TBSTINQ.INC. I i i i UJ I a. I z I o UJ a. Ul O H TRENCH NUMBER 15 ELEVATION in in < in i -i u I • ESCRIPTION < CO a. — Q. O < s z z Ul Ui K < CL a. z o u in z u o c o in z _ U w ° 1 > cc a UJ oc 3 M O s Z o o sc Dark Red Brown CLAYEY SAND (SUBSOIL) SW/ SM Light Brown SLIGHTLY SILTY SANn ^METAVOLCAIMIC ROCK) Practica] Refusal at 2' Dry Humid Loose to Medium Dense Very Dense > 2 S — K < < -> a - 1 1^ SOUTHERN CALIFORNIA SOIL A TESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: JBR JOB NUMBER: 9021054 DATE LOGGED: 9-6-88 Plate No. 3 I i i - I UJ I 0. I 0. Ul o Ui il Ifl 0 1 _ < o ^ TRENCH NUMBER 16 ELEVATION DESCRIPTION < « a. — 0. O < S z Ul oc < a a. < > u z Ul (A r z o u >• >- oc o z _ Ui — > E O c in Ui i ^ z o Ui s o u SM SW/ SM Dark Brown SILTY SAND (TOPSOIL) Dry Loose to Medium Dense Light Brown SLIGHTLY SILTY SANO (METAVOLCANIC ROCK) Humid Very Dense 1 Practical Refusal at 2' SOUTHERN CALIFORNIA SOIL A TESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: JBR DATE LOGGED: 9_5_88 JOB NUMBFR: 9021054 Plate No.. 4 UJ ! a. ~ t > - ! I- I- I a. Ul o a. tn < o t « in in < -i o TRENCH NUMBER 17 ELEVATION •ESCRIPTION • Ui = »- < « a. — 0. O < 2 Ul c < a. a. < ii Ui tn t- z CO Ul O o o CO z _ UJ •- > c o UJ ^ (O o z Ui o u z Ul o > j: I- o Ui 2 «= 5 SM SW/ SM Dark SILTY SAND with GRAVEL & COBBLE .-OPSOIL) Green Tan Slightly SILTY SAND (METAVOLCANIC ROCK) Practical Refusal at 3 Dry Humid Loose Dense SOUTHERN CALIFORNIA SOIL ATESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: JBR DATE LOGGED: 9_7_83 JOB NUMBER: 9921054 Plate No. 5 i UJ a. X I >- I 1. I 11 I 3 I I I Z o < UJ -t O IFI a. in tn tn < in CL TRENCH NUMBER 13 ELEVATION •ESCRIPTION r- Ul < CO a. — 0. O >-- " ^ z z t Ui Ui CO < 2 Ui 0. w Q < ^ «= u CO z _ UJ -° 1 >• ~ oc o oc 3 >- H Z CO UJ i ^ 3 o u z Ui o UJ 2 «= O u SM 11 - BG 5W/SM 1 1 SC Dark Brown SILTY SAND (TOPSOIL) Dark Red, Srown VERY CLAYEY SAND Light Brown SLIGHTLY SILTY SAND (METAVOLCANIC ROCK) Dry Humid Humid Loose to Medium Dense Dense Very Dense Practical Refusal at 3' SOUTHERN CALIFORNIA SOIL A TESTING,INC. SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED:9-6-88 SOUTHERN CALIFORNIA SOIL A TESTING,INC. JOB NUMBER: gQ2io54 Plate No. 6 ^ i 5 ; TRENCH NUMBER >- t < I U I u. i ELEVATIO N U I DESCRIPTICN oc 3 UJ cc < CO a — X O f Z UJ CC < a. a «* z UJ t- CO CO z o o CO z UJ o c o in z _ UJ — > a: a Ui oc 3 — o s z Ui t-z o o Ul > Ui CC z o CJ < a o o iSM/sq SC/CL RED BROWN, CLAYEY SILTY SAND (TOPSOIL) MOIST TO WET •- BG RED, BROWN, GRAY, SANDY CLAY (WEATHERED DECOMPOSED GRANITE) WET YELLOW BROWN, SILTY GRAVELY SAND (DECOMPOSED GRANITE) MEDIUM DENSE MEDIUM STIFF MOIST DENSE TO VERY DENSE REFUSAL AT 3' TRENCH NUMBER TQ-2 2- 3r- SM/SL BROWN CLAYEY SILTY SAND (TOPSOIL) MOIST MEDIUM DENSE ML GREEN BROWN, SANDY SILT MOIST STIFF 4-ISM/ML - BG YELLOW, RED, BROWN. SILTY SAND (WEATHERED DECOMPOSED GRANITE) MOIST MEDIUM DENSE SM 8- YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST MEDIUM DENSE TO DENSE 121 .9 12.1 VERY DENSE TRENCH ENDED AT 8' SUBSURFACE EXPLORATION LOG LOGGED BY: CRB DATE LOGGED: ^ 2-15-82 JOB NUMBm* 9021054 Plate No. 7 SOUTHERN CALIFORNIA SOIL A TESTING,INC. r I - I Z < z 2 < -1 o o u. in 7) CO < TRENCH NUMBER 1%^ ELEVA" .N DEECRIPTIGN r- UJ Z c UJ —, = H < CO 0. — a. O < Z z UJ oc < a. a. < > o z CO (O z o o cn z Ui a c o <0 z _ Ui — ° 3 > oc o co 5 z z o u z Ul o »- o < < -J Q. UJ 2 * 5 u BAQSM/SC CK I RED BROWN, CLAYEY SILTY SAND (TOPSOIL) MOIST MEDIUM DENSE CK SM CK YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST DENSE TO VERY DENSE 118.2 10.8 1 TRENCH ENDED AT 8' TRENCH NUMBER TQ-7 CK SM SM RED BROWN, SILTY SAND (TOPSOIL) .MOIST DARK GRAY, GRAVELY SILTY SAND (DECOMPOSED GRANITE) TRENCH ENDED AT 2' MEDIUM DENSE MOIST DENSE TO VERY DENSE SOUTHERN CALIFORNIA SOIL ATESTINGJNC. SUBSURFACE EXPLORATION LOG LOGGED BY: „„„ CRB DATE LOGGED: 12-15-82 JOB NUMBER: 9Q21054 Plate No. 8 i I > I ^ I TR ENCH NUMBER T 0. Z <t I J7 I < I ^ y ! _ 5 u. 1 ELEVATiC .-NJ <n 2. 3 i SM/ ' SC GM BAG DESCRIPTION RED BROWN. CLAYEY SILTY SAND (TOPSOIL) GRAY, SANDY GRAVEL (METAVOLCANIC ROCK) — -Ji z cc oc t- < CO Q. — a. o < Z I- z Ul cc < & CO z UJ CC o to z UJ Q > CC a UJ a: 3 t-co O Z z o o z Ui o > — < < -I a. UJ 2 5 CJ MOIST MOIST MEDIUM DENSE DENSE TO VERY DENSE CK BAG SM/ SC CL SM TRENCH ENDED AT 5' TRENCH NUMBER TQ-9 RED BROWN, CLAYEY SILTY SAND (TOPSOIL) GRAY BROWN. SANDY CLAY (WEATHERED DECOMPOSED GRANITE) YELLOW BROWN, SILTY SAND (DECOMPOSED GRANITE) MOIST MEDIUM DENSE MOIST MOIST STIFF DENSE TO VERY DENSE 128.1 10.1 TRENCH ENDED AT 5 SOUTHERN CALIFORNIA SOIL ATESTING,INC. SUBSURFACE EXPLORATION LOG LOGGED BY: CRB JOB NUMBER 9021054 DATE LOGGED: 1 2-1 5-82 Plate No'. 9 ~EXCH ;: Class . escrtocicn P .•/[.•|SM/ Rea-orown. ;:risc Aec. il^diurr. Dense. : ^la^'^"-' ^ilcv Sana i ToDsoii) ,SC/ . Red/Brown/Grav, /."et, ::edium Sciff, Sandv - i CL . Clav l U'eacherea Decomoosed Cranice) !SM , Yellow-brown, Hoist, Dense co Very Dense, j Siltv Graveiv Sand (Decomposed Granite) Refusal at 3 Feet I SOUTHERN CALIFORNIA SOIL & TESTINQ, INC. CALAVERAS HEIGHTS-VILLAGE L-2 BY joe NO. CRB 9021054 DATE 12-15-82 P^a^o Mr. 10 1 ICI. I elOj • I ass ''3^0 rir c irn !>! I ~.=a-brown. .'.jisc. Il^diur:. uense. -'ana loDsoii', -itv JarK. Crav, llaist, Jense cr Verv Oense. "•raveLv Siitv Sana (Decor.oosea Granite j rencn r.naed ac : eet SOUTHERN CALIPORNIA S^X SOIL & TEBTINQ , INC. BAN aiMBO, CAklPOHNIA ••^•O CALAVERAS HEIGHTS-VILLAGE L-2 ^ CRB °*TE 12-16-82 JOB NO. 9021054 Plate No. 11 I -ass •-20 'esc rir cun r.ed-brown, ;!risc. Medium Dense. :ilty Sana iTrosoilj -. .avev — ol If Q«|." I SM Jray, Moist, Cense co Very aense. Gravel (-letavoicanic Rock.) ••(01 3il :anav Trench Ended ac 5 Feet It SOUTHBRN CALIFORNIA BOIL. A TEBTINQ , INC •no HivaMaAkB •TftaiT •AM omo, CAI.iraNNIA ••^•a CALAVERAS HEIGHTS-VILLAGE L-2 I BY CRB JOB NO. 9021054 °*TE 12-21-82 Plate No. 12 CO N m g H 03 C H O Z Iro |o I CXI Ol n> 5 TO o I 00 ffl 0 0 > 00 I > cn I ro 6^.5 Standard S/ei^cs ^' ^z" •10 »20 «40 htju Hydromefer (M/nutes) JO IBO itl i % * i \ 90 80 /O COOiim Vi, tl Ij 30^, u 20 f' 1 C 0 OOl PARTICLE SIZE BOULDER ICOBBLES 1 (12 in.) LIMITS GRAVEL CoorM Fint Sin. SAND Coqrttj Mtdlum | Fln> 3/4 In. No.4 No.lO No.40 U. S. STANOARD SIEVE SILT OR CLAY No. 200 SIZE — TQ-2 (3 3' — TQ-2 @ 4'-5' — TQ-8 0 4'-5' DIRECT SHEAR SUMMARY IL tf) ^ tff tf) UJ OC tf) s < UJ X tf) 1 2 2M L 2L NORMAL STRESS, KSF SAMPLE DESCRIPTION ANQLE OF INTERNAL FRICTION (•) COHESION INTERCEPT (psf) TQ-8@3'-4' Remolded to 90% 38 200 y\ SOUTHERN CALIFORNIA XJJF^ SOIL A TESTING,INC. CALAVERA HEIGH BT: KAR JOB NUMBCfi: 9021054 S-VILLAGE L-2 DATE: 5-01-90 Plate No. 15 (A o m H in o c H X m o > = o SB o •< • z c c • a m CX) i> a 3» r-5> <; m O XI ro J> (—' o 3: CJI m l—l CD DC -H O cn 1 ' «c at m .—1 r- oo > Z 1 o I—" m . CT> 1 1— 1—• UD 1 cn O ro (Struclural Soil" Rock Fill) P/L MIES 1. Co.p«cl«4 toll fill shtW CMtllM «t U<tt 40 ptrctnt lell tlitt ptlilMf l/4.Uch tltvt, (by •tight), tni tt comptctui U accor^Mca mttk iMCiricttloni for itrwctural rill. {. lecki tfM- 4 fMt IN MIIM iiaMiioA not ptraltitd In nil. IONC A: IONC lONE IONC C: 0: Comfiicim toll nil. ho rock frtgrncntt over 6 Inches In orejleil diitent Ion. ^ocki I lo i Ittt In at*Inu* diaenilon pUced In cimptcled soli rill conforalng to IONC A. «ock» 6 Inchet (o 2 feet In mttimm diaenilon unWoraly dhirlbu- •ed tnd MCll tptced In coapicted loll fill conforalng to /0« * Hequlred for tll eiUIIng Hopes 6:1 tnd sleeper. 901 alnln^a coaptctlon. im A. a. or C atlcrltl aty be used for 20NC 0 NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH: SEE DETAIL AAB DETAIL A FILTER MATERIAL '6 CUBIC FEET/FOOT FILTER MATERIAL SHALL BE CLASS 2 PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPECIFICATIONS, AND APPROVED ALTERNATE. CLASS 2 FILTER MATERIAL SHOULD COMPLY WITH THE FOLLOWINQ LIMITS OETAIL A-1 PERFORATED PIPE 4 0 MINIMUM PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL SIEVE SIZE 1 3/4 3/8 No. 4 Ne. e No. 30 Ne. SO Ne. 200 % PASSINQ 100 90-100 40-100 25-40 18-33 5-16 0-7 0-3 DETAIL B 6 MIN OVERLAP FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) 0 m I I' 1 1/2 MAX GRAVEL OR APPROVED EQUIVALENT 6 CUBIC FEET/FOOT DETAIL B-2 1 1/2"QRAVEL WRAPPED IN FILTER FABRIC DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH QRADE PERFORATED 4'MIN PIPE PERFORATED 4" MIN SUBDRAIN INSTALLATION'-SUBDRAIN PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN SUBDRAIN PIPE:6UBDRAIN PIPE SHALL BE PVC OR ABS, TYPE SDR 35 FOR FILLS UP TO 35 FEET DEEP, OR, TYPE SDR 21 FOR FILLS UP TO 100 FEET DEEP SOUTHERN CALIFORNIA SOIL A TESTING.INC. CALAVERA HEIGHTS-VILLAGE L-2 SOUTHERN CALIFORNIA SOIL A TESTING.INC. BY: DBA OATE: 4-19-90 SOUTHERN CALIFORNIA SOIL A TESTING.INC. JOB NUMBER: 9021054 Plate No. 17 I SLOPE STABILITY CALCULATIONS Janbu's Simplified Slope Stability Method \C(p ::WH Tan® FSzNcH-WH -) Assume Homogeneous Strength Parameters throughout the slooe C(psf) Wjpcf) Incl H (ft) FS 38 200 130 2:1 32 2.3 Metavolcanic & Granitic Rock * Cut & Fill Slopes Average Shear Strength Values Where: .S' = Angle of Internal Friction C = Cohesion (psf) w s = Unit weight of Soil (pcf) H = Height of Slope (ft) FS = Factor of Safety SOUTHBRN CALIPORNIA SOIL A TESTING,INC. CALAVERA HEIGHTS - VILLAGE L-2 BY: KAR DATE: 3-16-90 JOB NUMBER: 9021054 Plate No. 18 TRANSVERSE WEAKENED PLANE JOINTS 0" ON CENTER (MAXIMUM) W/2 W/2 * \ SLABS IN EXCESS OF 10 FEET IN WIDTH SLABS' 6 TO 10 FEET IN WIDTH PLAN NO SCALE 4 i 1-1/4 n or TOOLED JOINT r/2 / (6-x6'-10/10) WELDED WIRE MESH V 1 WEAKENED PLANE JOINT DETAIL NO SCALE SOUTHERN CALIFORNIA N;T/ SOIL L TESTINQ. INC. CALAVERA HEIGHTS-VILLAGE L-2 SOUTHERN CALIFORNIA N;T/ SOIL L TESTINQ. INC. BYI KAR DATEI .. 4-25-90 SOUTHERN CALIFORNIA N;T/ SOIL L TESTINQ. INC. JOB NUMBERt 9021054 Plate No. 19 WATERPROOF BACK OF WALL PER ARCHITECTS SPECIFICATIONS 1/4 INCH CRUSHED ROCK OR IIDRAINMOO OR EQUIVALENT QEOFABRIC BETWEEN ROCK AND SOIL 4" DIAMETER PERFORATED PIPE HOUSE ON QRADE SLAB HOUSE RETAINING WALL SUBDRAIN DETAIL NO SCALE SOUTHERN CALIFORNIA SOIL A TESTING, INC. CALAVERA HEIGHTS-VILLAGE L-2 BY: KAR DATE: 4-25-90 JOB NUMBER: 9021054 Plate No. 20 DISTANCE BOUTHERN CALIFORNIA BOIL A TESTING, INC. •••a RivanoALK mrftmrnT • AN OiaaO, CALIFOPNIA ••ISO )OB_£!l^veras H_ts^^ Vi 11. L-2 ctOLOGIST ^ii!R/RF IOB NO 9021054 El £ VATION _4Q5: . _ SURFICIAL MAT I BgS jdua] SO] ] ROCK TYPE Gr-anitic TRAVERSE NO . S=U TRAVERSE TYPE Plntn Mn 20 30 40 40 60 80 130 60 90 120 50 100 ISO 60 120 180 DISTANCE 70 140 210 80 160 240 is 90 180 270 ]OB Calgvera._Hts^ Vill. L^ GEOLOGIST_JB/B£ 100 300 300 BOUTHERN CALIFORNIA BOIL A TESTING, INC. • ••o »tivaROAi.c aTftetT • AN amaa, CALIFORNIA ••iaa IOB NO 9021054 TRAVERSE NO S-14 TRAVERSE TYPE ELEVATION _J1Q: ll .'fTiC' - i MA: I __Bfi§idua] So] ]s ROCK TYPE _Metavolcanic PlatP Nn DISTANCE BOUTHERN CALIFORNIA BOIL A TESTING, INC. BAN oiaao, CALIFORNIA aaiao JOB Calavera Hts. Vill. J.-2 GEOLOGIST_il = S JOB NO 9021054 ELEVATION TRAVERSE NO _ TRAVERSE TYPE S-17 SURFICIAL MAT'L. Residual Soils ROCK TYPE Metavolcanics PlTtn No T5 ISO 130 60 ISO 100 SO 120 to 40 90 60 30 60 40 20 30 20 10 310 330 20 40 60 30 60 90 DISTANCE 40 80 120 IOB. 50 100 150 Calaveras Hills 60 120 160 BOUTHERN CALIFORNIA BOIL A TESTING, INC. aaao niva»«OAi.t arnecT • *N oiaao, CALIFOI4NIA aa-iao ,Ou NO 8821142 TRAVERSE NO TRAVERSE TYPE 70 80 90 100 140 160 180 300 210 240 270 300 GKJLOGIST _ D.S. EIEVAIION _ 435' _ SURFICIAI MAT'L - !!^"^ V I? ROCK TYPE _ .^r^L'f DISTANCE BOUTHERN CALIFORNIA BOIL A TESTING, INC. aaao »tivanDAi.c mrmmmr BAN oiaao, CALIFORNIA aaiao )OH Calavera Hts^ Vi 11. L-2_ |OB NO 9021054 TRAVERSE NO iri?. TRAVERSE TYPE G£(JLOGIST JJIZQS ElEVATION 395' SURFICIAL MAT I _.R§§1dua] Spi]s ROCK TYPE Met§Y9]c3nic Pl^itp Nn Ito 120 60 ISO 100 SO 120 10 40 DISTANCE BOUTHBRN CALIFORNIA BOIL A TESTING, INC. aAN oiaao, CALIFORNIA aaiao JDB Calavera Hts. Vill. L-2 GEOLOGIST_U.S, IOB NO 9021054 ELEVATION __435!. TRAVERSE NO 5^22. & Sr22B SURFICIAI MAT L. Weathered Rock/Topsoi TRAVERSE TYPE Nimbus E5-125 ROCK TYPE Mix Grani tic/Metovolcanic Plato Mn ?fi NDE> NO RIPPING SOFT MEDIUM ARD BLASTING 0 1000 2000 3000 4000 5oho VELOCITY, FT/SEC 1 '' i ' i ' 5000 7000 8000 9000 10000 RESULTS TRAVERSE NO. SO-1 SO-2 SO-3 SO-A SO-5 sn-6 sn-7 SO-8 SO-9 I SO-10 so-n SO-12 SO-13 SO-14 EOPH, a I b aio a I b a lb ?! fa am. a I b •0 15 20 . Q. 35 / x J L 7. "A i i i I 1 ^'1 NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY INDIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PliDTED ON ATTACHED PL-ANS. T« RIPPABIUTY INDEX'lS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. ANO ARTICLE IN 'ROADS ANO STREETS; SEPT^ 1987. "i-u^^n SOUTHERN CAUFORNIA TESTING LABORATORY, INC. RIVCItOALC BTKECT SAM Olfoa CAuroimu 92120 yi4.2OT B134 CALAVERA HILLS VILLAGE L-2 I SEISMIC RESULTS SMS 9021054 DATE 1-10-84 Plate No.27 \'DE.X VELOCITY, FT./SEC. RESULTS TRAVERSE NO. GcDPH. NUMBERS REFER TO LOCATIONS PLDTED ON ATTACHED PLANS TFC RIPPABIUTY INOEX'lS A MODIFICATION OF CHARTS BY THF rAnroci , AO CO. AND ARTICLE IN "ROADS AND STREETS' SEPT CATERPILLAR SOUTHERN CAUFORNIA TESTING LABORATORY. INC. jap RIVEROALE fTREET IAN OlEOa CAUFORNU 92120 714.3aMl34 SEISMIC RESULTS CALAVERA HEIGHTS-VILLAGE L-2 BY DBA JOB NO. 9021054 DATE 7-29-8.3 Plate No. ?R NDE.X •SO RlPPi.S'G ;OFT .MEDI'JM -ARD BLASTING I I ill I ! i / / ml i ' i—'—i—'—\—•—1 ' ' I' 'i'" f 0 *000 2000 3000 4000 SOOO 5000 T-OOO 3000 9000 'OOOO VELOCITY, FT/SEC. RESULTS TRAVERSE NO. GECfH alb a I b a I b a 'ft a I b a I b I I „^ , ^^VE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY INDIFFERENT LOCATIONS OVER THE STUCTT AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PLDTED ON ATTACHED PLANS THE RIPPABIUTY INOEX'lS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. ANO ARTICLE IN 'ROADS AND STREETS; ^T., 1967. CATERRLLAR SOUTHERN CAUFORNIA TESTING LABORATORY. INC. 6280 RIVERDALE STKEET BAN OlEaO, CAUPORNiA 92120 714.aBM134 CALAVERA HEIGHTS-VILLAGE L-2 SEISMIC RESULTS DBA JOB NO. 9021054 OATE 7-29-8--^ n 1 - .1. - Al 90 --OIL; "V NDE.X NO RIPPING SOFT MEDIUM -"ARD 17: BLASTING 1000 2 I • 'I'll I • '~' T ' I ^000 3000 4000 5000 6000 7000 8000 9000 10000 VELOCITY, FT/SEC. RESULTS TRAVERSE NO. eoPH |s73-6 S73-8 js73-Q S73-5 IS73-6 a I b a I b —r~" a b ) a I b / / / J in /I S73-lf S73-i; S73-1 a I b I S73-1: S73-l( 1 ^OTE: ^^^^J"^/80VE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY IN DIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE NUMBERS ^ REFER TO LOCATIONS PIDTED ON ATTACHED PLANS. THE RIPR^BIUTY INDEX'IS A MODIFICATION OF CHARTS BY THE CATERRLLAR CO. AND ARTICLE IN 'ROADS AND STREETS; SEPT^ 1967. CJVTERRLLAR "•^^V SOUTHERN CAUFORNIA TESTING ^^^S LABORATORY, INC. •'HJI^ 6aa0 RIVCROALE STREET • wl>r SAN otna CAURMNIA 92120 >5r 7144BM134 CALAVERA HEIGHTS-VILLAGE L-2 1 SEISMIC RESULTS BY DBA DATE 4-14-73 SEISMIC RESULTS DSL CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 Salamic Velocity ^••t Par SMOM I 1000 10 11 12 13 14 15 TOPSOIL CLAY IGNEOUS ROCKS QRANITE BASALT SEDIMENTARY ROCKS 3HALE SANDSTONE SILTSTONE CLAYSTONE CONOLOMERATE METAMORPHIC ROCKS SCHIST SLATE • I ,-1 r • r- • / y 1 / . ' y \ 1 / \ y Y / 1/ •• «-l • • ' \ •• • 1 1 r X K y / • 1 \./\/ •\'\ / ! \ i •' -'' y i' 1,/ 1 . r . , 1 RIPPABLE r MAROINAL L NON-RIPPABLE L DSL Ripper Performance • Multl or Single Shank No. 8 Ripper • Estimated by Seismic Wave Velocities /Qis. SOUTHERN CALIFORNIA Nj7^ SOIL & TESTING, INC. CALAVERA HEIGH TS-VILLAGE L-2 /Qis. SOUTHERN CALIFORNIA Nj7^ SOIL & TESTING, INC. BY: KAR DATE: 4-19-90 /Qis. SOUTHERN CALIFORNIA Nj7^ SOIL & TESTING, INC. JOB NUMBER: 9021054 Plate No. 31 Seismic Velocity •••I Far SaaoM i 1000 D9L CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 10 11 12 13 14 15 TOPSOIL CLAY IGNEOUS ROCKS GRANITE 3ASALT SEDIMENTARY ROCKS SHALE SANDSTONE SILTSTONE CLAYSTONE CONOLOMERATE METAMORPHIC ROCKS D9L Ripper Performance • Multl or Single Shank No. 9 Ripper • Estimated by Seismic Wave Velocities SOUTHERN CALIFORNIA SOIL 3. TESTING, INC. CALAVERA HEIGHTS-VILLAGE L-2 BY: KAR JOB NUMBER; 9021054 DATE: 4-19-90 Plate No. 32 Seismic Velocity Faat Far Oi Dl 1N CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 NON-RIPPABLE ^^YX//X D1 1 N Ripper Performance • Multi or Single Shank No. 9 Ripper • Estimated by Seismic Wave Velocities SOUTHERN CAUFORNIA SOIL & TESTING, INC. CALAVERA HEIGHTS-VILLAGE L-2 BY: KAR JOB NUMBER: 9021054 DATE: 4-19-90 Plate No. 33 CALAVERA HEICSnS VTLLflO: L-2, HARWICH DRIVE, CARLSBAD RECOIMENDED ORADING SPBCIFICflTIONS - GENERAL PROVISIONS GENERAL INEBNT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and conpacting fill soils to the lines and grades shown on the accepted plans. The reconmendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the RecoimEnded Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written conmunication signed by the Geotechnical Engineer. OBSERVKnCN AM3 TESTIHG Southern California Soil and Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative pirovide adequate observation so that he may provide his opinion as to whether or not the vork was acconplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new infonnation and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. (R-9/89] SCS&T 9021054 '!ay 4, 1990 Appendix, Fage 2 If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse v^eather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall reconnend rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following Americcin Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D-1557-78. Density of Soil In-Place - ASTM D-1556-64 or ASTM D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading shouid be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of conpaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its maximum dry density. (R-9/89) SCS&T 9021054 .••ay 4, 1990 .Appendix, Page 3 When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent tormationai soils. The lov\er bench shall be at least 10 feet wide or 1-1/2 times the the equipment width whichever is greater and shall be sloped back into the hillside at a gradient of not less than tvio (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be corapacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special reconmendation will be necessary. All water vvells which will be abandoned should be backfilled and capped in accordance to the requirements set fort:h by the Geotechnical Engineer. The top of the cap should be at ieast 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. ;R-9/89) SCS&T 9021054 :!ay 4, 1990 .•^x^pendix. Page 4 FILL MfiTERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or det:rinEntal soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approve>d by the Geotechnical Engineer before being brought to the site. PLACIN3 AND COMPACTION OF FILL i^roved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in conpacted thickness. Each layer shall have a uniform moisture content in the range that will allow the conpaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically conpact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of conpaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill naterial includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-stiructural fills is discussed in the geotechnical report, when applicable. (R-9/89) SCS&T 9021054 -.lay 4, 1990 Appendix, Page 5 Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The iocation and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be conpacted by neans of sheepsfoot rollers or other suitable equipment. Conpaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackroUed. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope conpaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90% of maximum dry density or the degree of conpaction specified in the Special Provisions section of this specification. The conpaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be stable surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required conpaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written comnunication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope conpaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. (R-9/89) SCS&T 9021054 ::ay 4, 1990 .-ppendix, Page 6 CUT SLOPES The Engineering Geologist shali inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals detennined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating neasures are necessary. Unless otherwise specified in the geotechnical report, no cvit slopes shall be excavated higher or steeper than that allowed by the 'ordinances of the controlling govemmental agency. ENGINEERING OBSERVAnON Field observation by the Geotechnical Engineer or his representative shall be made during the filling and conpacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASCN Lmns Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper raoisture content and density of the fill materials can be achieved. Damged site conditions resulting from weather or acts of God shall be repaired before acceptance of vrork. [R-9/89) SCS&T 9021054 :^y 4, 1990 Appendix, Page 7 REOCWMENDED G3RADING SPECIFICATIONS - SPECIAL PROVISIONS RELKEEVE GCMPACTION: The minimum degree of conpaction to be obtained in conpacted natural ground, conpacted fill, and conpacted backfill shall be at ieast 90 percent. For street and parking lot subgrade, the upper six inches should be conpacted to at least 95% relative compaction. E3CPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Unifonn Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless reconmendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRflNSmON LOIS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and reconpacted as structural backfill. In certain cases that wuld be addressed in the geotechnical reporl:, special footing reinforcenent or a combination of speciai footing reinforcement and undercutting may be required. (R-9/89;